The URL can be used to link to this page

Home My WebLink AboutMS 08-03; NOLAN DEVELOPMENT; WATER QUALITY TECHNICAL REPORT; 2008-04-28I I I I I I I I I I I I I I I I I I I 'A'AUiIL1tI'tI(SJ H1 [. U 1 DI i) I NOLAN DEVELOPMENT CITY OF CARLSBAD MS-08-03 Prepared for: Frank and Joann Nolan Trust 7331 Las Brisas Court Carlsbad, CA 92009 Prepared by: bi-IA, Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 January 7, 2008 Revised April 28, 2008 W.O. 739-0993-400 TABLE OF CONTENTS INTRODUCTION ..........................................1 1.1 Project Description ..........................................1 1.1.1. Hydrologic Unit Contribution ...............................1 1.1.2. Beneficial Uses ............................................1 1.1.2.1. Inland Surface Waters .................................2 1.1.2.2. Costal Waters ........................................2 1.1.2.3. Ground Waters .......................................3 IDENTIFY POLLUTANTS AND CONDITIONS OF CONCERN ... 4 2.1. Identify Pollutants from the Project Area ......................4 IDENTIFY CONDITIONS OF CONCERN ......................4 ESTABLISH PERMANENT STORMWATER BMPS .............4 4.1 LID Site Design BMPs ......................................4 4.2 Source Control BMPs .......................................5 OPERATION AND MAINTENANCE PROGRAM ...............7 REFERENCES ...............................................8 ATTACHMENTS Location Map Water Quality Standards Inventory Database Storm Water Standard Questionary Site Map Hydrology and Hydraulic Report 1. INTRODUCTION A Water Quality Technical Report (WQTR) is required under the City of Carlsbad ordinances. The purpose of this WQTR is to address the water quality impacts from the proposed Tentative Parcel Map, MS-08-03, in the City of Carlsbad. The goal of the WQTR is to develop and implement practicable policies to ensure to the maximum extent practicable that development does not increase pollutant loads from the project site and considers urban runoff flow rates and velocities. Best Management Practices (BMPs) will be utilized to provide a long-term solution to water quality. The WQTR identifies appropriate BMPs for certain designated project types to achieve this goal. This WQTR is intended to ensure the effectiveness of the BMPs through maintenance that is based on long-term planning. 1.1 Project Description The project proposes to subdivide the existing property into two parcels. The site is located between the westerly end of Las Brisas Court and the easterly right of way of Piragua Street. Currently the site has an existing single family residential structure located near the easterly property line, with access from Las Brisas Court. The existing pad for this residence overlooks the remaining westerly portion of the property. At the present time, access to the lower part of the property is from an existing dirt road from Piragua Street. The project is surrounded by existing single family residences. Runoff from the existing site is intercepted by a storm drain system north of the property. The upper lot drains into a street curb inlet in Las Brisas Court. A portion of the lower half of the property drains into a catch basin near the northwesterly corner. The remainder of the lower half drains onto Piragua Street, towards a Street curb inlet near the northwest corner of the property. 1.1.1. Hydrologic Unit Contribution The project falls within the Batiquitos Lagoon Hydrologic Area Basin 904.51 which is part of the San Marcos Creek Watershed. The total watershed size for Batiquitos Lagoon Hydrologic Basin is approximately 210 square miles or 21,319 acres, of which the site is composed of 1.06 acres, or 0.0050 percent. 1.1.2. Beneficial Uses The beneficial uses for the Batiquitos Lagoon Hydrologic Area Basin 904.51 are included in Table 1.2.2. This table has been extracted from the Water Quality Control Plan for the San Diego Basin. MUN - Municipal and Domestic Supply: Includes uses of water for community, military, or individual water supply systems including, but not limited to, drinking water supply. REd - Contact Recreation: Includes uses of water for recreational activities involving body contact with water, where ingestion of water is reasonably possible. These uses include, but I I I I I I I I I I I 1 I I LI I I I are not limited to, swimming, wading, water-skiing, skin and scuba diving, surfing, white water activities, fishing, or use of natural hot springs. REC2 - Non-Contact Recreation: Includes the uses of water for recreational involving proximity to water, but not normally involving body contact with water, where ingestion of water is reasonably possible. These uses include, but are not limited to, picnicking, sunbathing, hiking, camping, boating, tide pool and marine life study, hunting, sightseeing, or aesthetic enjoyment in conjunction with the above activities. BIOL - Preservation of Biological Habitats of Special Significance: Includes uses of water that support designated areas or habitats, such as established refuges, parks, sanctuaries, ecological reserves, or Areas of Special Biological Significance (ASBS), where the preservation or enhancement of natural resources requires special protection. EST - Estuarine Habitat: Includes uses of water that support estuarine ecosystems 1 including, but not limited to, preservation or enhancement of estuarine habitats, vegetation, fish, shellfish, or wildlife (e.g., estuarine mammals, waterfowl, shorebirds). WILD - Wildlife Habitat: Includes uses of water that support warm water ecosystems including, but not limited to, preservation and enhancement of terrestrial habitats, vegetation, wildlife, (e.g., mammals, birds, reptiles, amphibians, invertebrates), or wildlife water and foot sources. RARE - Rare, Threatened, or Endangered Species: Includes uses of water that support habitats necessary, at least in part, for the survival and successful maintenance of plant or animal species established under state or federal law as rare, threatened or endangered. MAR - Marine Habitat: Includes uses of water that support marine ecosystems including, but not limited to, preservation or enhancement of marine habitats, vegetation such as kelp, fish, shellfish, or wildlife (e.g., marine mammals, shorebirds). MIGR - Migration of Aquatic Organisms: Includes uses of water that support habitats necessary for migration, acclimatization between fresh and salt water, or other temporary activities by aquatic organisms, such as anadromous fish. 1.1.2.1. Inland Surface Waters Batiquitos Lagoon is a Coastal Water, see Section 1.1.2.2. for Beneficial Uses of Coastal Waters. 1.1.2.2. Coastal Waters Coastal waters have the following beneficial uses as shown on Table 1.2.3 of Water Quality Control Plan for the San Diego Basin (9). I I I 1 I Li LI I I 1 I Li ri I E I I I I I I I I 1 I I I I I I I I I I I 1 Table 1.2.3 Beneficial Uses for Costal Waters Hydrologic Unit Number Cz T [ CD Batiguitos Lagoon X X X X X X X X X X = Existing Beneficial Use 1.1.2.3. Ground Waters Ground waters in Batiquitos Lagoon have the following beneficial uses as shown on Table 1.2.4 of Water Quality Control Plan for the San Diego Basin (9). Table 1.2.4 Beneficial Uses for Ground Waters Hydrologic Unit Number Batiguitos Lagoon I X I X X X = Existing Beneficial Use 3 2. IDENTIFY POLLUTANTS AND CONDITIONS OF CONCERN 2.1 Identify Pollutants from Project Area There is no sampling data available for the existing site condition. In addition, the project is not expected to generate significant amounts of non-visible pollutants. However, the following constituents listed in Table 2.1 below are commonly found on similar developments and could contribute to impairment of Batiquitos Lagoon: Table 2.1 - Pollutants from Tentative Parcel Map General Pollutants Categories Project Categories U) rID r1) U) -Cis rID - 0.) rID Q c3 Q co ( . E . 0) t 0) CIO I Z 0) c Cn b Detached Residential X X X X X X X I 3. IDENTIFY CONDITION OF CONCERN The Project falls into the Standard Project Category of SUSMP. The development of the I Tentative Parcel Map will not impact the downstream water body of the Batiquitos Lagoon, or it's habitat integrity. Sediment will likely be reduced upon site development. There will be no change in the vicinities priority hydrologic regime that would be considered a condition of 1 concern for the downstream water bodies and habitat integrity. The existing facilities (e.g., storm drains) and source control BMPs (e.g., landscaping) remove sediment and pollutants of I concern to the maximum extent practicable. See Attachment "D" for hydrologic and hydraulic analysis of existing and proposed models for the Tentative Parcel Map. 4. ESTABLISH PERMANENT STORM WATER BMPS Projects subject to standard project requirements shall implement all applicable LID site I design, and source control BMPs listed below: I 4.1. LID Site Design BMPs Projects shall be designed so as to minimize directly connected surface and to promote infiltration using LID techniques. Projects shall, to the maximum extent practicable, minimize i I I I I I I I I I I the introduction of pollutants and conditions of concern that may result in significant impacts, generated from site runoff to the storm water conveyance system. Projects shall also control post-development peak storm water runoff discharge rates and velocities to maintain or reduce pre-development downstream erosion and to protect stream habitat. Projects can address these objectives through the creation of a hydrologically functional project design that attempts to mimic the natural hydrologic regime. The followings are LID Site Design BMPs to be implemented in order to achieve the requirements: Maintain Pre-Development Rainfall Runoff Characteristics Minimize and disconnect impervious surfaces. 1) Construct walkways, trails, and patios with permeable surfaces, such as pervious concrete, porous asphalt, unit payers, and granular material 2) Construct driveway and parking aisles to the minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised 3) Minimize the use of impervious surface, such as decorative concrete, in the landscaping design. Conserve natural areas, soil and vegetation and provide buffer zones between natural water bodies and the project footprint. 1) Concentrate or cluster development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. 2) Use natural drainage systems to the maximum extent practicable (using grassy swales as conveyance system for the lots and driveway runoff.) 3) Minimize soil compaction. Minimize directly connected impervious areas. 1) Where landscaping is proposed, drain rooftops into adjacent landscaping prior to discharging to the stormwater conveyance system. 2) Where landscaping is proposed, drain impervious parking lots, walkways, trails, patios, and driveway into adjacent landscaping. Maximize canopy interception and water conservation 1) Preserve existing native trees and shrubs, and 2) Planting additional native or drought tolerant trees and large shrubs. Protect Slopes and Channels Convey runoff safely from tops of slopes. Vegetate slopes with native or drought tolerant vegetation. 4.2. Source Control BMPs Design outdoor material storage areas to reduce pollution introduction I I I 1 I I ri I I I I I I I I I I 1 I Not applicable I Design trash storage areas to reduce pollution introduction Not applicable (Detached residential homes) 1 Employ Integrated Pest Management Principles I A. Eliminate and/or reduce the need for pesticide use in the project by: 1) Plant pest resistant or well-adapted plant varieties such as native plants, and 2) Discourage pest by modifying the site and landscaping design. B. Distribute IPM educational materials to future site residents/tenants. Minimally, educational materials must address the following topics: 1) Keeping pests out of I buildings and landscaping using barriers, screens, and caulking. 2) Physical pest elimination technics, such as, weeding, squashing, trapping, washing, or pruning out pests. 3) Relying on natural enemies to eat pests 4) Proper use of pesticides as a last I line of defense. Use Efficient Irrigation Systems & Landscape Design Employ rain shutoff devices to prevent irrigation during and after precipitation. Design irrigation systems to each landscape area's specific water requirements. ' Use flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. I Provide Storm Drain conveyance System Stenciling and Signage ' A. Post signs and prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. I Placement of the Storm Water BMPs are noted on Attachment "D" - Site Map. I The development of the Tentative Parcel Map will not impact the downstream water bodies and habitat integrity. Sediment will be reduced upon site development. There will be no change in the vicinities priority hydrologic regime that would be considered a condition of concern for the I downstream water bodies and habitat integrity. The proposed BMPs will remove sediment and pollutants to the maximum extent practicable. Li Li I 5. OPERATION AND MAINTENANCE PROGRAM A stormwater facilities maintenance agreement with the proponent of the Tentative Parcel Map will be used to maintain and repair the stormwater management facilities mentioned in this WQTR. The average annual cost for installation and maintenance of landscaping will be $300 per acre. Landscaping, seeding and mulching will cost $1,100 per acre. Trees, shrubs, vines and ground cover costs are based on species used. I I I I P H I I 1 I I E 1 I I I I 6. REFERENCES I City of Carlsbad, Standard Urban Storm Water Mitigation Plan, March 2008 I California Stormwater Best Management Practice Handbook, Municipal, March 1993 I 2002 California 303 (d) List and TMDL Schedule approved by USEPA, July 2003 Water Quality Control Plan for the San Diego Basin (9), September 1994 I I I I I I I I I I I 1 I 8 I I I I I U I ATTACHMENT "A" I LOCATION MAP 1 I I IJ I Li I 1 I I I I 1 I I VICINITY MAP I NO SCALE I I I I I I I I I ATTACHMENT "B" WATER QUALITY STANDARDS INVENTORY DATABASE I I I I I I I I I I I I I STEP 3 City Review of SWMP and Development Application for Compliance with Storm Water I Requirements n I STEP 4 Applicant Provides Assurance that Proposed BMPs will be Implemented I and Permanently Maintained 1. Condition project for City Standard Permanent BMP Maintenance Aareemer I I I 1 I I I Prepare Storm Water Management Plan (SWMP) Identify Pollutants from Project Area Identify Pollutants of Concern in Receiving Waters Identify Conditions of Concern Identify and select Low Impact Development (LID) BMPs Identify and select Source Control BMPs Identify and select BMPs Applicable to Project Categories Identify and Select Treatment Control BMPs Prepare SWMP Document, Incorporate all BMPs into Project Plans and Submit Development ADilication to City for Review Incorporate Low Impact Development (LID) and Source Control BMPs into Project Plans and Submit Development Application to City for Review City Review of Development Application for Compliance with Storm Water Requirements Figure 1 Review Process for Discretionary Actions Determine Project's Storm Water Standards Requirement Prior to Submittal of Project Application for Discretionary Approval or Construction Permit, Applicant Completes the City's Storm Water Standards Questionnaire to Determine Whether the Proposed Project meets Priority Project or Standard Project Storm Water Requirements Prio Standard I V Project Receives Approval and Proceeds to Construction Phase I Applicant must Comply with City's Construction Storm Water Pollution Prevention Plan SWPPP Requirements (See Section 3 of the City's Storm Water Standards Manual for more Information on Storm Water Construction Requirements) I 4 March 2008 1 2.2.3 Permanent Storm Water BMP Requirements 2.2.3.1 Standard Project Requirements. Projects subject to only the standard permanent storm water requirements must incorporate the LID site design and source control requirements identified in Sections 2.3.3.1 and 2.3.3.2, into the project (see Table 1). Refer to Section 2.2.4 "Step 2 - Prepare & Submit Appropriate Plans," for guidance in the BMP design process. 2.2.3.2 Priority Project Requirements All new development and significant redevelopment projects that fall into one of the following "priority project" categories are subject to these SUSMP requirements, subject to the lawful prior approval provisions of the Municipal Permit. In the instance where a project feature, such as a parking lot, falls into a priority project category, the entire project footprint is subject to these SUSMP requirements. These categories are: Residential development of 10 units or more Commercial development greater than 1 acre Heavy industry development greater than 1 acre Automotive repair shops Restaurants Hillside development greater than 5,000 square feet Proiects located within or directly adiacent to or directly discharging to receiving waters within Environmentally Sensitive Areas that create 2.500 square feet or more of impervious surface or increase the area of imperviousness to 10% or more of its naturally occurring condition Proiects greater than 2,500 square feet of impervious surface that discharge to receiving waters within or adiacent to Environmentally Sensitive Areas Parking Lots 5,000 square feet or more impervious surface or with > 15 parking spaces and ootentially exposed to urban runoff Streets, roads, highways, and freeways which would create a new paved surface that is 5,000 square feet or greater of impervious surface Retail gasoline outlets 5.000 square feet or more or with a proiected Average Daily Traffic (ADT) of 100 or more vehicles per day. Proiect is located within 200 feet of the Pacific Ocean and (1) creates more than 2,500 square feet of impermeable surface or (2) increases the impermeable surface on the property by more than 10%. Limited Exclusion: Trenching and resurfacing work associated with utility projects are not considered priority projects; resurfacing and reconfiguring surface parking lots and existing roadways; new sidewalk construction, pedestrian ramps, or bikelane on existing roads; and routine replacement of damaged pavement, such as pothole repair. Parking lots, buildings and other structures associated with utility projects are subject to SUSMP requirements if one or more of the criteria for the above categories are met. Projects subject to priority project permanent storm water requirements must incorporate all applicable requirements in Section 2.3.3, "Establish Permanent Storm Water Best Management Practices," (requirements BMP-1 through BMP-33) into the project design. This includes the LID site design and source control BMPs, BMPs applicable to individual priority project categories, and treatment control BMP requirements. If a priority project meets more than one priority project category definition, as shown in Table 1, the project is subject to all BMPs applicable to individual priority project categories that apply. For example, if a project is proposing to build 50 attached residential units and a 6,000 square foot restaurant with a 70-space surface parking lot, the project would be subject to the individual priority project category BMP requirements for "Attached Residential Development," "Restaurants," and "Parking Lots," as shown in Table 1, below. Refer to Section 2.2.4 "Step 2 - Prepare & Submit Appropriate Plans," for guidance in the permanent BMP design process. 5 March 2008 I I I F] I I I I I I I I I I E Fj I I I 2.2.4 Step 2: Prepare and Submit Appropriate Plans. After determining the general categories of storm water requirements that apply to the project in Step 1 (e.g., priority project permanent BMPs and/or standard permanent BMPs), refer to the instructions in this step (see below) to determine what analysis and/or specific BMP requirements in Section 3.0 of the SUSMP must be provided and/or incorporated into the project. I NOTE: Projects are only required to provide applicable BMPs. For example, an attached residential development project subject to the priority project requirements would not have to meet the "private road" requirements in this plan if no private roads were proposed. In addition, the City Engineer may approve proposed alternatives to any of the BMP requirements in this plan if they are determined to be applicable I and equally effective. In all cases, priority projects shall meet the numeric sizing treatment standards in Table 3. 2.2.5 Permanent Storm Water BMPs 2.2.5.1 Standard Project Requirements Projects subject to only standard permanent BMP requirements need only to complete the "Identify Pollutants from the Project Area" procedure. (Section 2.3.2.1), and then incorporate the requirements in Section 2.3.3.1, "LID Site Design BMPs" and Section 2.3.3.2, "Source Control BMPs". Applicants must incorporate all necessary permanent BMPs into the project plans prior to submittal, regardless of project type. Analysis of the project's anticipated pollutants of concern must also be included with the project submittal. 2.2.5.2 Priority Project Requirements Projects subject to the priority project permanent BMP requirements must complete all of the analyses required in Section 2.3.2, "Identify Pollutants and Conditions of Concern," and incorporate all of the applicable BMP requirements in Section 2.3.3, "Establish Permanent Storm Water BMP Requirements". Applicants must incorporate all necessary permanent BMPs into the project plans prior to submittal, regardless of project type. In addition, projects subject to priority project requirements must prepare and submit a Storm Water Management Plan (SWMP) in accordance with required sections as listed in Appendix C. Analysis of the project's anticipated pollutants of concern, anticipated pollutants of concern in downstream receiving waters, and conditions of concern, must also be included in the Storm Water Management Plan as part of the project submittal. After preparing plans and supporting documents according to the requirements in this plan, submit plans to the City for review (See Step 3) 2.2.6 Step 3 - Determine Adequacy of Proposed Plans. Under the authority of the City Engineer, staff will review submitted plans for compliance with the applicable storm water requirements contained in this plan. The City Engineer may approve proposed alternatives to the BMP requirements in this plan if they are determined to be applicable and equally effective. Additional analysis or information may be required to enable staff to determine the adequacy of proposed BMPs, and will be requested through a project issues report following the conclusion of a staff review cycle. After all storm water requirements have been approved by the City Engineer, proceed to Step 4 to assure implementation and maintenance of the approved BMPs through permit conditions, plan notes, and maintenance agreements. 2.2.7 Step 4 -- Assure Implementation and Maintenance of Requirements. Applicants must provide assurances that permanent storm water BMPs will be constructed and permanently maintained throughout the use of a developed site. The summary below describes how permanent BMP requirements must be assured during both discretionary approval processes. After the City Engineer has approved all permanent BMPs, refer to Section 4, "Implementation & Maintenance Requirements" to determine how permanent BMP implementation and maintenance will be assured. For any discretionary action, permanent storm water requirements shall be incorporated into the project design and be shown on the plans. In addition, the project will be conditioned to execute a maintenance agreement for ongoing permanent BMP maintenance, satisfactory to the City Engineer, prior to the issuance of any construction permits. This requirement shall be noted on the plans for the discretionary action. March 2008 H I 1 I I I I I I I I I I I I I 2.3 PERMANENT BEST MANAGEMENT PRACTICES SELECTION PROCEDURE 2.3.1 INTRODUCTION I The following process should be followed to determine the permanent BMPs for the applicant's project. 2.3.2 IDENTIFY POLLUTANTS AND CONDITIONS OF CONCERN I 2.3.2.1 Identify Pollutants from the Project Area Using Table 2, below, identify the project's anticipated pollutants. Pollutants associated with any hazardous material sites that have been remediated or are not threatened by the proposed project are not considered a pollutant of concern. Projects meeting the definition of more than one project category shall I identify all general pollutant categories that apply. Descriptions of the general pollutant categories listed in Table 2 are listed in Appendix F under the definition of 'pollutants of concern." I Table 2 Anticipated and Potential Pollutants Generated by Land Use Type General Pollutant Categories Project Trash Oxygen Bacteria Categories Heavy Organic & Demanding Oil & & Sediments Nutrients Metals Compounds Debris Substances Grease Viruses Pesticides Detached Residential X X X X X X X Development Attached Residential X X x p(l) p(2) p( x Development Commercial Development pw p( p(2) x p(5) x p(3) p(5) >100,000 ft2 Heavy industry /industrial X X X X X X development Automotive x x Repair Shops Restaurants x x x x Steep Hillside Development X X X X X X >5,000 ft2 Parking Lots p( p( x x Retail Gasoline Outlets Streets, Highways & X x x p(5) x Freeways X = anticipated P = potential A potential pollutant if landscaping exists on-site. A potential pollutant if the project includes uncovered parking areas. A potential pollutant if land use involves food or animal waste products. Including petroleum hydrocarbons. Including solvents. 8 March 2008 2.3.2.2 Identify Pollutants of Concern in Receiving Waters For priority projects, the following analysis shall be conducted and reported in the project's Storm Water Management Plan: For each of the proposed project discharge points, identify the receiving water(s), including hydrologic unit basin number(s), as identified in the most recent version of the Water Quality Control Plan for the San Diego Basin 1, prepared by the San Diego Regional Water Quality Control Board. Identify any receiving waters, into which the developed area would discharge to, listed on the most recent list of Clean Water Act Section 303(d) impaired water bodies2. List any and all pollutants for which the receiving waters are impaired. Compare the list of pollutants for which the receiving waters are impaired with the pollutants anticipated to be generated by the project (as discussed in Section 2.3.2.1). Any pollutants identified in the process described in Section 2.3.2.1 which are also causing impairment of receiving waters shall be considered pollutants of concern. 2.3.2.3 Identify Conditions of Concern For priority projects where downstream erosion is a potential, the following analysis shall be conducted and reported in the project's Storm Water Management Plan: Evaluate the project's conditions of concern in a drainage study report prepared by a registered civil engineer in the State of California, with experience in fluvial geomorphology and water resources management. The report shall consider the project area's location (from the larger watershed perspective), topography, soil and vegetation conditions, percent impervious area, natural and infrastructure drainage features, wet season groundwater depth, and any other relevant hydrologic and environmental factors to be protected specific to the project area's watershed. As part of the drainage study, a qualified, licensed professional shall provide a report on proposed infiltration techniques (trenches, basins, dry wells, permeable pavements with underground reservoir for infiltration) regarding any potential adverse geotechnical concerns. Geotechnical conditions such as: slope stability, expansive soils, compressible soils, seepage, groundwater depth, and loss of foundation or pavement subgrade strength should be addressed, and mitigation measures provided. As part of the drainage study, the civil engineer shall conduct a field reconnaissance to observe and report on downstream conditions, including undercutting erosion, slope stability, vegetative stress (due to flooding, erosion, water quality degradation, or loss of water supplies) and the area's susceptibility to erosion or habitat alteration as a result of an altered flow regime. The Drainage study shall compute rainfall runoff characteristics from the project area including at a minimum, peak runoff, time of concentration, and detention volume (if appropriate). These characteristics shall be developed for the two-year and 10-year frequency, six-hour or 24-hour, type B storm for the Carlsbad area in San Diego County (as described in the San Diego County Hydrology Plan, September 2002). The 6-hour Type B storm yields larger peak discharges for certain smaller drainage areas (usually less than 10 square miles, depending upon area, time to peak, CN, frequency, etc.). The 24-hour Type B storm yields larger peak discharges for larger drainage areas (usually greater than 10 square miles, depending upon area, time to peak, CN, frequency, etc.). The largest peak flow should be included in the report. The report shall also report the project's conditions of concern based on the hydrologic and downstream conditions discussed above. Where downstream conditions of concern have been identified, the drainage study shall establish that pre- project hydrologic conditions that minimize impacts on those downstream conditions of concern would be either improved or maintained by the proposed project, satisfactory to the City Engineer, by incorporating the permanent BMP requirements identified in Section 2.3.3, below. For Priority Development Projects that disturb 50 acres or more: 1. Priority Development Projects' post-project runoff flow rates and durations shall not exceed pre- project runoff flow rates and durations (Interim Hydromodification Criteria), where the increased Go to: http://www.swrcb.ca.gov/—rwqcb9/programs/basinplan.htm1 Under Section 303(d) of the 1972 Clean Water Act, states, territories and authorized tribes are required to develop a list of water quality limited segments. These waters on the list do not meet water quality standards, even after point sources of pollution have installed the minimum required levels of pollution control technology. Go to: http://www.swrcb.ca.gov/tmdl/303d—lists.html. San Diego is in Region 9 (a link is provided). March 2008 I I L] I I Li Hi I I I I El I El I I I 1 discharge flow rates and durations will result in increased potential for erosion or other significant adverse impacts to beneficial uses, attributable to changes in flow rates and durations. 2. Priority Development Projects disturbing 50 acres or more shall implement hydrologic controls to manage post-project runoff flow rates and durations as required by the Interim Hydrornodification Criteria. 2.3.3 ESTABLISH PERMANENT STORM WATER BEST MANAGEMENT PRACTICES After identifying the project's pollutants of concern, and conditions of concern (for priority projects), in Section 3.1, projects subject to standard or priority project requirements shall implement all applicable LID site design, and source control BMPs listed below. Projects subject to priority project requirements must also implement the BMPs applicable to individual priority project categories and structural treatment control BMPs. Applicants may employ alternative comparable and equally effective LID site design and source control BMPs (including requirements applicable to individual priority project categories), satisfactory to the City Engineer. Projects are encouraged to address these objectives through the creation of a hydrologically functional project design that attempts to mimic the natural hydrologic regime. Mimicking a site's natural hydrologic regime can be pursued by: Reducing imperviousness (such as, new surface parking lots), conserving natural resources and areas, maintaining and using natural drainage courses in the storm water conveyance system, and minimizing clearing and grading. Providing runoff storage measures dispersed throughout a site's landscape with the use of bioretention facilities and detention, retention, and infiltration practices. Implementing on-lot hydrologically functional landscape design and management practices. These design principles offer an innovative approach to urban storm water management, one that does not rely on the conventional end-of-pipe or in-the-pipe structural methods but instead strategically integrates storm water controls throughout the urban landscape. Useful resources for applying these principles, referenced in the appendix, include Start at the Source (1999), and Low-Impact Development Design Strategies (1999) (see Appendix D). Effective source controls offer another strategy to reduce a project's need for treatment. Applicants are encouraged to design projects so that runoff is treated by LID site design BMPs, such as rooftop runoff treated in landscaping, so that it may be applied towards the numeric sizing treatment standards, satisfactory to the City Engineer. Therefore, projects shall incorporate, where applicable, storm water BMPs into the project design, in the following progression: .• LID Site Design BMPs Source Control BMPs BMPs for Individual Priority Project Categories (these are LID site design and source control BMPs) Treatment Control BMPs The series of best management practices listed in Section 2.3.3 have been organized sequentially to allow the applicant and design professional to incorporate the LID site design, source control BMPs, and where necessary, requirements applicable to individual priority project categories and treatment control BMPs in this progression. 2.3.3.1 LID Site Design BMPs Projects shall be designed so as to minimize directly connected impervious surfaces and to promote infiltration using LID techniques. Projects shall, to the maximum extent practicable, minimize the introduction of pollutants and conditions of concern that may result in significant impacts, generated from site runoff to the storm water conveyance system. Projects shall also control post-development peak storm water runoff discharge rates and velocities to maintain or reduce pre-development downstream erosion and to protect stream habitat. Projects can address these objectives through the creation of a hydrologically functional project design that attempts to mimic the natural hydrologic regime. The following are LID Site Design BMPs to be implemented in order to achieve the requirements. Maintain Pre-Development Rainfall Runoff Characteristics P1 10 March 2008 I I Ti H I I I 1 I 1 P1 I I I P1 P1 P1 I I Control post-development peak storm water runoff discharge rates and velocities to maintain or reduce pre-development downstream erosion by applying the following concepts: BMP-1 Minimize and disconnect impervious surfaces. (1) Increase building density (number of stories above or below ground); (2) construct walkways, trails, patios, overflow parking lots and alleys and other low-traffic areas with permeable surfaces, such as pervious concrete, porous asphalt, unit payers, and granular materials; (3) construct streets, sidewalks and parking lot aisles to the minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised; and (4) minimize the use of impervious surfaces, such as decorative concrete, in the landscape design. BMP-2 Conserve natural areas, soils and vegetation and provide buffer zones between natural water bodies and the project footprint. (1) Concentrate or cluster development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition; (2) Use natural drainage systems to the maximum extent practicable (natural drainages and vegetated swales are preferred over using lined channels or underground storm drains, and; (3) minimize soil compaction. BMP-3 Minimize Directly Connected Impervious Areas. (1) Where landscaping is proposed, drain rooftops into adjacent landscaping prior to discharging to the storm water conveyance system; and (2) where landscaping is proposed, drain impervious parking lots, sidewalks, walkways, trails, and patios into adjacent landscaping. BMP-4 Maximize canopy interception and water conservation. (1) Preserve existing native trees and shrubs; and (2) plant additional native or drought tolerant trees and large shrubs in place of non-drought tolerant exotics. Protect SloDes and Channels BMP-5 Convey runoff safely from the tops of slopes. BMP-6 Vegetate slopes with native or drought tolerant vegetation. BMP-7 Stabilize permanent channel crossings. BMP-8 Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. BMP-9 Minimize disturbances to natural drainages 2.3.3.2 Source Control BMPs Design Outdoor Material Storage Areas to Reduce Pollution Introduction BMP-10 Hazardous materials with the potential to contaminate urban runoff shall be: (1) placed in an enclosure such as, but not limited to, a cabinet, shed, or similar structure that prevents contact with rain, runoff or spillage to the storm water conveyance system; and (2) protected by secondary containment structures such as berms, dikes, or curbs. The storage area shall be paved and sufficiently impervious to contain leaks and spills, and have a roof or awning to minimize direct precipitation within the secondary containment area. Design Trash Storage Areas to Reduce Pollution Introduction BMP-11 Trash storage areas shall be: (1) paved with an impervious surface, designed not to allow run- on from adjoining areas, and screened or walled to prevent off-site transport of trash; and, (2) contain attached lids on all trash containers that exclude rain; or (3) contain a roof or awning to minimize direct precipitation. Employ Integrated Pest Management Principles Integrated pest management (IPM) is an ecosystem-based pollution prevention strategy that focuses on long-term prevention of pests or their damage through a combination of techniques such as biological control, habitat manipulation, modification of cultural practices, and use of resistant plant varieties. Pesticides are used only after monitoring indicates they are needed according to established guidelines. Pest control materials are selected and applied in a manner that minimizes risks to human health, beneficial and non-target organisms, and the environment. More information may be obtained at the UC Davis website (http://www.ipm.ucdavis.eduNVATER/U/index.html). 11 March 2008 I I I I I 1 I I I LI F7 H I I I I I I I 77 BMP-12 Eliminate and/or reduce the need for pesticide use in the project design by: (1) Plant pest- resistant or well-adapted plant varieties such as native plants; and (2) Discourage pests by I modifying the site and landscaping design. Pollution prevention is the primary "first line ol defense" because pollutants that are never used do not have to be controlled or treated (methods which are inherently less efficient). BMP-13 Distribute IPM educational materials to future site residents/tenants. Minimally, educational I materials must address the following topics: (1) Keeping pests out of buildings and landscaping using barriers, screens, and caulking; (2) Physical pest elimination techniques, such as, weeding, squashing, trapping, washing, or pruning out pests; (3) Relying on natural enemies to eat pests; (4) Proper use of pesticides as a last line of defense. More information may be I obtained at the UC Davis website (http://www.ipm.ucdavis.edu/WATER/U/index.html). Use Efficient Irrigation Systems & Landscape Design I In compliance with the Water Conservation in Landscaping Act, the following methods to reduce excessive irrigation runoff shall be implemented: BMP-14 Employ rain shutoff devices to prevent irrigation during and after precipitation. BMP-15 Design irrigation systems to each landscape area's specific water requirements. I BMP-16 Use flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. Provide Storm Water conveyance System Stenciling and Signage BMP-17 Provide concrete stamping, or equivalent, of all storm water conveyance system inlets and catch basins within the project area with prohibitive language (e.g., "No Dumping - I Live in <<name receiving water>>"), satisfactory to the City Engineer. Stamping may also be required in Spanish. BMP-18 Post signs and prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area, trailheads, parks and building entrances. 2.3.3.3 BMPs Applicable to Individual Priority Project Categories Where identified in Table 1, the following requirements shall be incorporated into applicable priority projects. Projects shall adhere to each of the individual priority project category requirements that apply to the project (e.g., a restaurant with more than 15 parking spaces would be required to incorporate the requirements for 'c. Dock Areas', 'f. Equipment Wash Areas', and h. Surface Parking Areas' into the project design). Private Roads BMP-19 The design of private roadway drainage shall use at least one of the following (for further guidance, see Start at the Source [1999]): (1) rural swale system- street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings; (2) urban curb/swale system- street slopes to curb, periodic swale inlets drain to vegetated swale/biofilter; or (3) dual drainage system- first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder. Residential Driveways & Guest Parking BMP-20 Driveways shall have one of the following: (1) shared access; (2) flared entrance (single lane at Street); (3) wheelstrips (paving only under tires); (4) porous paving; or (5) designed to drain into landscaping prior to discharging to the storm water conveyance system. BMP-21 Uncovered temporary or guest parking on private residential lots shall be: (1) paved with a permeable surface; or (2) designed to drain into landscaping prior to discharging to the storm water conveyance system. Dock Areas BMP-22 Loading/unloading dock areas shall include the following: (1) cover loading dock areas, or design drainage to preclude urban run-on and runoff; and (2) An acceptable method of containment and pollutant removal, such as a shut-off valve and containment area. Direct connections to storm drains from depressed loading docks (truck wells) are prohibited. 12 March 2008 I I I I I I I I I I I I I I I I I I I ATTACHMENT "C" I STORM WATER STANDARDS QUESTIONNAIRE I 1 I I F-1 H I I I I I I DEVELOPMENT APPLICATION•• STORM WATER STANDARDS QUESTIONNAIRE I I I 1 I I INSTRUCTIONS: This questionnaire must be completed by applicant in advance of submitting for a development application (subdivision and land use planning approvals and construction permits). The results of the questionnaire determine the level of storm water pollution prevention standards applied to a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. A staff determination that the development application is subject to more stringent storm water standards, than initially assessed by the applicant, will result in the return of the development application as incomplete. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Engineering Department Development Services staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Construction Activity Storm Water Standards Questionnaire. To address pollutants that may be generated from new development, the City requires that new I development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design, which are described in Section 2 of the City's Storm Water Standards Manual This questionnaire should be used to categorize new development I and significant redevelopment projects as priority or non-priority, to determine what level of storm water standards are required or if the project is exempt. I I 1. Is your project a significant redevelopment? Definition: Significant redevelopment is defined as the creation or addition of at least 5,000 square feet of impervious surface on an already developed site. I I Note: If the Significant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Section F.1.b. (2)(c) applies only to the addition, and not to the entire development. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. If your project IS NOT considered significant redevelopment, then please proceed to Section 1. I I Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction. I I I This Box for City Use Only City Concurrence: Yess No By: Date: Project ID: I I I I 1 I I I I I 1 I I I I I I I, I SECTION 2 I SIGNIFICANT REDEVELOPMENT: YES NO 1. Is the project an addition to an existing priority project type? (Priority projects are defined in Section 1) If you answered YES, please proceed to question 2. If you answered NO, then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 2. Is the project one of the following: Trenching and resurfacing associated with utility work? Resurfacing and reconfiguring surface parking lots? New sidewalk construction, pedestrian ramps, or bike land on public and/or private existing roads? Replacement of damaged pavement? If you answered NO to ALL of the questions, then proceed to Question 3. If you answered YES to ONE OR MORE of the questions then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. 3. Will the development create or add at least 5,000 square feet of impervious surfaceson an existing development or, be located within 200 feet of the Pacific Ocean and (1 )create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY project requirements. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3 below. If you answered NO, you ARE NOT a significant redevelopment, and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3 below. SECTION 3 D MY PROJECT MEETS PRIORITY REQUIREMENTS, MUST COMPLY WITH PRIORITY PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENT PLAN FOR SUBMITTAL AT TIME OF APPLICATION. $ MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS. Applicant Information and Signature Box Address: Assessor Parcel Number(s): I Applicant Name: I I Applict1'jLJe: I Applicant Signature: I Date: I a- I I 1 I LI I I ATTACHMENT "D" I SITE MAP I I r~ I I I I H I I I ' I S i I i2iKiIi. -' xis7 !d4qi'EwMLEr / 4i 5cj 7S17NG 1 tBL/C Oil EE PLAN RMAP t 38i.5 x WER r ST. BROW DITCH 0~ NOLAN D-F-.VELOPMENI "'l LEGEND GRASSY SWALE CONCRETE BROW DITCH DIRECTION OF FLOW EXISTING STORM DRAIN PROPOSED STORM DRAIN CONVEYANCE. SYSTEM 5' CT A-A ASAI 44 L. wc-,Iii r-C 14 It, 4r 1 / I / X ok / 5555S5/S 'SSSS -S.-"- ,/5' , - - / 454A •'. '57 POST-DEVELOPMENT BMPS THIS PROJECT SUBJECTS TO ONLY THE STANDARD STORMWA TER REQUIREMENTS, AND MUST INCORPORA TE 7HE LID SITE DESIGN AND SOURCE CONTROL REQUIREMENTS, BASED ON CITY OF CARLSBAD SUSMP, DATED MARCH 2008. LID SITE DESIGN BMPS MAINTAIN PRE—DEVELOPMENT RAINFALL RUNOFF CHAR4CTERIS77CS MINIMIZE AND DISCONNECT IMPERVIOUS SURFACES. CONSTRUCT WALKWAYS, TRAILS, AND PATIOS WITH PERMEABLE SURFACES, SUCH AS PERVIOUS CONCRETE, POROUS ASPHALT, UNIT PAVERS, AND GRANULAR MATERIAL. CONSTRUCT DRIVEWAY AND PARKING AISLES TO THE MINIMUM WIDTHS NECESSARY PROVIDED THAT PUBLIC SAFETY AND A WALKABLE ENVIRONMENT FOR PEDESTRIANS ARE NOT COMPROMISED. MINIMIZE THE USE OF IMPERVIOUS SURFACE, SUCH AS DECORATIVE CONCRETE, IN THE LANDSCAPING DESIGN. CONSERVE NA TURAL AREAS, SOIL AND VEGETA TION AND PRO I4DE BUFFER ZONES BETWEEN NA TURAL WA TER BODIES AND THE PROJECT FOOTPRINT CONCENTRATE OR CLUSTER DEVELOPMENT ON THE LEAST EN VIRONMEN TALL Y SENSITIVE POR77ONS OF A SITE WHILE LEA V1NG THE REMAINING LAND IN A NA TURAL UNDISTURBED CONDI liON. USE NA TURAL DRAINAGE SYSTEMS TO THE MAXIMUM EXTENT PRA C 77CABLE (USING GRASSY S WALES A S CONVEYANCE SYSTEM FOR THE LOTS AND DRIVEWAY RUNOFF) MINIMIZE SOIL COMPACTION. S MINIMIZE DIREC TL Y CONNECTED IMPER V7OUS AREAS.. WHERE LANDSCAPING IS PROPOSED, DRAIN ROOFTOPS INTO ADJACENT LANDSCAPING PRIOR TO DISCHARGING TO THE STORM WA TER CONVEYANCE SYSTEM. S WHERE LANDSCAPING IS PROPOSED, DRAIN IMPER!.4OUS PARKING LOTS, WALKWAYS, TRAILS, PA 770S, AND DRIVEWAY INTO ADJACENT LANDSCAPING. S . MAXIMIZE CANOPY INTERCEPTION AND WATER .çON.ER VA 77ON PRESERVE EXIS71NG NA TI VE TREES AND SHRUBS PLANTING ADDI 77ONAL NA TI VE OR DROUGHT TOLERANT TREES AND LARGE SHRUBS, PROTECT SLOPES AND CHANNELS CONVEY RUNOFF SAFELY FROM TOPS OF SLOPES. 2' VEGETATE SLOPES WITH NA TI VE OR DROUGHT TOLERANT VEGETATION. SOURCE CONTROL BMP EMPLOY INTEGRA TED PEST MANAGEMENT PRINCIPLES ELIMINATE AND/OR REDUCE THE NEED FOR PES77CIDE USE IN THE PROJECT BY. PLANT PEST RESISTANT OR WELL—ADAPTED PLANT VARIETIES SUCH AS NA liVE PLANTS, AND DISCOURAGE PEST BY MODIF)ING THE SITE AND LANDSCAPING DESIGN. FOLLOWING TOPICS: 1) KEEPING PESTS OUT OF BUILDINGS AND LANDSCAPING USING BARRIERS, SCREENS, AND CAULKING 2) PHYSICAL PEST EL)MINA 77ON TECHNICS, SUCH AS, WEEDING, SQUASHING, TRAPPING, WASHING,. OR PRUNING OUT PESTS. REL )ING ON NA TURAL ENEMIES TO EAT PESTS PROPER USE OF PESTICIDES AS A LAST LINE OF DEFENSE. USE EFFICIENT IRRIGATION SYSTEMS & LANDSCAPE DESIGN EMPLOY RAIN SHUTOFF DEVICES TO PREVENT IRRIGATION DURING AND AFTER PRECIP/TA liON. DESIGN IRRIGATION SYSTEMS TO EACH LANDSCAPE AREAS SPECIFIC WATER REQUIREMENTS. USE FL 0 W REDUCERS OR SHU TOFF VAL VES TRIGGERED 8 Y A PRESSURE DROP TO CON TROL WA TER L OSS )N THE EVEN T OF BROKEN SPRINKLER HEADS OR LINES. S S PROVIDE STORM DRAIN CONVEYANCE SYSTEM STENCILING AND SIGNAGE POST SIGNS AND PROHIBI77VE LANGUAGE ANDIOR GRAPHICAL ICONS, WHICH PROHIBIT ILLEGAL DUMPING A T PUBLIC ACCESS POINTS ALONG CHANNELS AND CREEKS WiTHIN THE PROJECT AREA. r - WA TER QUALITY TECHNICAL REPORT I bhxinc.. TENTA TIVE PAR GEL SI land pllannkig civil engneerng, surveying PMS.08-()-3 I 5115 AVENIDA ENCINAS MA SUITE "L" CITY OF CARLSBAD, CALIFORNIA I CARLSBAD, CA. 92008-4387 (760) 931-8700 SHEET 1 OF1 I K:\Land Projects 3\739-09953-400\dwg wqtr\0993—WQTR.dwg 6/17/2008 4:49:11 PM PDT I I I 1~ I I I ATTACHMENT "E" HYDROLOGY AND HYDRAULIC REPORT Li I I I I I I Li LI L~~ I I I I I I I I I I I I I I I I I I I I HYDROLOGY AND HYDRAULICS REPORT NOLAN DEVELOPMENT CITY OF CARLSBAD MS-08-03 Prepared for: Frank and Joann Nolan Trust 7331 Las Brisas Court Carlsbad, CA 92009 Prepared by: blIA. Inc. land planning, civil engineering, surveying 5115 Avenida Enemas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 February 1, 2008 Revised May 02, 2008 W.O. 739-0993-400 TABLE OF CONTENTS Discussion: Calculations Purpose and Scope Project Description Study Method Conditions of Concern Conclusion Existing 100-Year, 10-Year, and 2-Year Storm Hydrology Developed 100-Year, 10-Year, and 2-Year Storm Hydrology III. Exhibits Existing Hydrology Map Developed Hydrology Map IV. References I El I I I I 1 I. DISCUSSION I I 1 I Li I I I I H El 11 I Li PURPOSE AND SCOPE: The purpose of this report is to outline the results of hydrology and hydraulic computer analysis for a Tentative Parcel Map, MS-08-03,City of Carlsbad. For the purposes of this report, the subject property will be known as "Nolan Development." The scope is to study the existing and proposed hydrology and hydraulics as it influences the Tentative Parcel Map and adjacent property during a 100-year storm event. PROJECT DESCRIPTION: The project proposes to subdivide the existing property into two parcels. The site is located between the westerly end of Las Brisas Court and the easterly right of way of Piragua Street. Currently the site has an existing single family residential structure located near the easterly property line, with access from Las Brisas Court. The existing pad for this residence overlooks the remaining lower portion of the property to the west. This lower portion of the property is partly rough graded with a dirt road from Piragua Street used for access by San Diego Gas & Electric Company. The project is surrounded by existing single family residences. Runoff from the existing site is intercepted by a storm drain system north of the property. The upper lot drains into a street curb inlet in Las Brisas Court A portion of the lower half of the property drains into a catch basin near the northwesterly corner. The remainder of the lower half drains onto Piragua Street, towards a street curb inlet near the northwest corner of the property. STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual, 2003 edition. The hydrology and hydraulic analysis were performed using Hydrosoft by Advanced Engineering Software. Drainage basin areas were determined from flown topography and proposed finish grades as shown on the Tentative Parcel Map. Using the Rational Method, the on-site runoff coefficients were determined as: User Specified Storm Event (Year) = 100 P6(100) - Hour Duration Precipitation (Inches) = 2.7, P6(10) = 1.8, P6(2) = 1.2 Soil Classification of "D" will be assumed for the drainage basins for the hydrology calculation. Existing Runoff Coefficient = 0.41 1 I I I Lnj I I I I I I I I I LI I I I I Developed Runoff Coefficient = Residential (2.0 du/Ac) = 0.46 ' Hydrology and hydraulic calculations for a 100-year storm event, 10-year storm event, and 2- year storm event are provided in this report. The exhibits show the existing and proposed on-site drainage system, subarea, acreage, and nodal points. The above referenced project is designed for a 100-year storm frequency. I CONDITIONS OF CONCERN: I The proposed development of the Tentative Parcel Map will not impact the downstream water bodies or their habitat integrity. There will be no change in the vicinities priority hydrologic regime that would be considered a condition of concern for the downstream water bodies and I habitat integrity. The summary of existing and developed runoff is in Table 1-1 below. Table 1-1 Summary of Existing and Developed Runoff (100-year, 10-year, & 2-Year Storm Freouencies) 100 Year Frequency Storm Event Basin - Node (Ex./Dev.) Existing (cfs/ac/Tc) Developed (cfs/ac/Tc) Basin 1 (30/60) 1.02/0.40/6.7 0.80/0.40/9.1 Basin 2 - (60/140) 0.71/0.30/7.2 0.78/030/6.9 Total 1.73 cfs/ 0.70 ac 1.58 cfs / 0.70 ac 10 Year Frequency Storm Event Basin 1 - (30/60) 0.67/0.40/6.8 0.53/0.40/9.2 Basin 2 - (60/ 140) 0.47/030/7.3 0.50/0.30/7.0 Total 1.14 cfs/ 0.70 ac 1.03 cfs I 0.70 ac 2 Year Frequency Storm Event Basin 1 - (30/60) 0.44/0.40/7.0 0.35/0.40/9.2 Basin 2 - (60/ 140) 0.31/0.30/7.4 0.34/030/6.8 Total 0.75 cfs/ 0.70 ac 0.69 cfs / 0.70 ac LI I I I L11 I I I I I LI I I CONCLUSION: The development of this project will decrease the runoff of Basin 1, due to increasing the time of concentration on the pads, and will increase the runoff of Basin 2 by an insignificant amount of 0.07 cfs. The runoff generated on total site acreage will be decreased in result of development. The proposed development will not impact the downstream conditions of the existing storm drain, catch basins, and Street curb and gutter. LI I I I Li I I I I I I I I I I I ri P-1 I I I 1 I II. CALCULATIONS I I I I I I I I I I I I I I I I I I 1 II. CALCULATIONS A. EXISTING 100-YEAR, 10-YEAR, 2-YEAR I STORM HYDROLOGY I I r L I I I L] Li] I I Li I ********************************************************************** ****** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL I (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * I * 100 YEAR EXISTING HYDROLOGY * * NOLAN PROPERTY- ME- 08-03 * * 739-0993-401 * I FILE NAME: 993EX.DAT TIME/DATE OF STUDY: 14:37 05/02/2008 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA I USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL"C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS I *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR I NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I BASIN -- I ---------------------------------------------------------------------------- ** **************** ****** **************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 I - ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS DH S.C.S. CURVE NUMBER (AMC II) = 82 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 I SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.189 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.946 I SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.17 I FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<'z<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 416.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 266.00 CHANNEL SLOPE = 0.1323 I CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000 MANNING 'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.909 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D° S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.61 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.00 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 6.67 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.87 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.4 PEAR FLOW RATE(CFS) = 1.02 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.62 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 347.00 FEET. I + + BASIN II I 1 **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<z< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 I I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 I SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.619 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.598 I SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14 ******** ************************************************************** * ***** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 393.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.1662 I CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 10.000 MANNING 'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.939 ' RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.23 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 6.61 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.19 I AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.31 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 225.00 FEET. I FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 62 -------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 383.00 I STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 I Mannings FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 77 I HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.633 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.42 I TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 385.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.18 PEAK FLOW RATE (CFS) = 0.71 END OF RATIONAL METHOD ANALYSIS I I I I I I I L 1] Li I I I ********************************************************************** ****** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL 1 (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Eha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY 1 * 10 YEAR EXISTING HYDROLOGY * * NOLAN PROPERTY- MS- 08-03 * * 739-0993-401 * l FILE NAME: 993EX.DAT TIME/DATE OF STUDY: 09:43 05/05/2008 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- I 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 I . SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD I NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR I NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I + + ------- -- - B IASINI I I ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 I I I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 I ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.189 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.631 I SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTINE THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 266.00 CHANNEL SLOPE = 0.1323 I CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.905 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS HDU S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.40 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.57 Tc(NIN.) = 6.76 I SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.67 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 3.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 347.00 FEET. I + --------------------------------------------------------------------------+ BASIN II I I + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.619 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.398 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.13 *********************************************************************** ***** I FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 393.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.1662 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOTJR) = 3.915 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.17 I TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 6.73 I SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPIJTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) =. 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 I I 11 I 3 Eli HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.30 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.716 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 I SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.47 END OF SUBAREA STREET FLOW HYDRAULICS: I DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 385.00 FEET. I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.30 PEAK FLOW RATE(CFS) = 0.47 I END OF RATIONAL METHOD ANALYSIS I I I I Li I I I I I I I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 I ************************** DESCRIPTION OF STUDY * 2 YEAR EXISTING HYDROLOGY * * NOLAN PROPERTY- MS- 08-03 * * 739-0993-401 * l FILE NAME: 993EX.DAT I TIME/DATE OF STUDY: 10:24 05/05/2008 -------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------------------I 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00. 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C°-VALUES USED FOR RATIONAL METHOD I NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I + BASIN -- I + + --------------------------------------------------------------------------+ ************************************************** ************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 I I I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D' I S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 I ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.189 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.087 I SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.10 I FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 380.80 I CHANNEL LENGTH THRU SUBAREA(FEET) = 266.00 CHANNEL SLOPE = 0.1323 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000 MANNING 'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.546 I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 82 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 6.99 I SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.35 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.44 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 347.00 FEET. I +--------------------------------------------------------------------------+ BASIN II I ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.619 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.932 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.11 FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<'z< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 393.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.1662 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.581 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.76 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 6.85 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 TOTAL AREA(ACRES) = 0.1 PEAR FLOW RATE(CFS) = 0.13 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<'z<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<z< UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL (DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 3 I HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 I PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 S TREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.42 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.452 RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.410 I SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.31 END OF SUBAREA STREET FLOW HYDRAULICS: I DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 385.00 FEET. I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.42 PEAK FLOW RATE(CFS) = 0.31 I = END OF RATIONAL METHOD ANALYSIS I I I I j I I I H I I I 1 I I I H. CALCULATIONS B. DEVELOPED 100-YEAR, 10-YEAR, AND 2-YEAR STORM HYDROLOGY I I I I 1 I I 1 I I I Ii iii ********************************************************************** ****** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL I (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 I DESCRIPTION OF STUDY * 100 YEAR PROPOSED HYDROLOGY * * MOLEN PROPERTY - MS- 08-03 * * 739-093-401 * I FILE NAME: 993PR.DAT I TIME/DATE OF STUDY: 15:08 06/17/2008 -------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------------------I 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 I SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL"C"-VALUES USED FOR RATIONAL METHOD I NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER..DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR I NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I + + ------ BASIN II I I I + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<'z< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.966 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.07 *********************************************************************** ***** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK 4 1 <<<<< ********************* ******************************************************* FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA A11ALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.558 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.030 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.28 I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN-STREAM MEMORY'z<<<< l ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I 1 1 0.28 8.56 5.030 0.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 70.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.07 3.97 7.114 0.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 55.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.19 3.97 7.114 2 0.32 8.56 5.030 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.32 Tc(MIN.) = 8.56 TOTAL AREA(ACRES) = 0.1 ********************************************************************** * ***** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ******* ********************************************************************* FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<.<<< ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 85.00 CHANNEL SLOPE = 0.0471 CHANNEL BASE(FEET) = 0.00 'Z' FACTOR = 1.500 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.915 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.56 AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 8.87 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 4.87 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. ******* *************************************************************** ****** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 45.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D' S.C.S. CURVE NUMBER (AMC II) = 84 3 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.146 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.193 SUBAREA RUNOFF(CFS) 1 0.14 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.14 I FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>-CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.14 8.15 5.193 0.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 50.00 FEET. I ** MEMORY BANK * 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.45 8.87 4.915 0.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.56 8.15 5.193 1 2 0.59 8.87 4.915 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.59 Tc(MIN.) = 8.87 I TOTAL AREA(ACRES) = 0.3 ****************************************** ********************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.1683 CHANNEL BASE(FEET) = 0.00 'Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.829 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" I S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.54 I AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(NIN.) = 0.25 Tc(MIN.) = 9.11 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 I TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE (CFS) 0.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 8.74 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 281.00 FEET. + --------------------------------------------------------------------------+ I IBASINIl + --------------------------------------------------------------------------+ ****************** ***************************************************** ***** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 ---------------------------------------------------------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE (FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.157 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.974 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) 416.00 DOWNSTREAM(FEET) = 413.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.20 FLOW VELOCITY(FEET/SEC.) = 4.11 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.32 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ********************* **** ********************************************** ***** I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL 11. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 ' SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.765 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.489 SUBAREA RUNOFF(CFS) = 0.13 I TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.13 ********************************************************************** * ***** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I i 0.13 5.77 6.489 0.05 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 100.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.20 5.32 6.836 0.07 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.32 5.32 6.836 2 0.32 5.77 6.489 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.32 Tc(MIN.) = 5.77 I TOTAL AREA(ACRES) = 0.1 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<z<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< I I UPSTREAM ELEVATION(FEET) = 413.80 DOWNSTREAM ELEVATION(FEET) = 397.50 I STREET LENGTH(FEET) = 118.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 I STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.294 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" I S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.427 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.17 I TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 I FLOW VELOCITY(FEET/SEC.) = 7.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 110.00 = 238.00 FEET. *********************************************************************** ***** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 396.50 DOWNSTREAM(FEET) = 386.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0724 CHANNEL BASE(FEET) = 1.00 "Z FACTOR = 2.000 MANNING 'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.783 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.85 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.85 Tc(NIN.) = 6.89 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.437 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.17 FLOW VELOCITY(FEET/SEC.) = 2.87 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 115.00 = 383.00 FEET. *********************************************************************** ***** FLOW PROCESS FROM NODE 115.00 TO NODE 140.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ** **** ************************************************************ **** * ***** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<z<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 389.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.257 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.594 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.10 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 389.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET P ARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.422 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.510 0.12 I I I 7 .62 .7100 I I I I H I I I I I I I I I SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.0 PEAK FLOW RATE(CFS) = 0.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE ---------------------------------------------------------------------------- = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<'z<<< ** ** MAIN STREAM CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.14 7.62 5.422 0.05 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. k MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.66 6.89 5.783 0.26 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 140.00 = 383.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.78 6.89 5.783 2 0.75 7.62 5.422 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.78 Tc(MIN.) = 6.89 TOTAL AREA(ACRES) = 0.3 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.89 PEAK FLOW RATE(CFS) = 0.78 END OF RATIONAL METHOD ANALYSIS I I I I I I I I ********************************************************************** ****** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * 10 YEAR PROPOSED HYDROLOGY * * NOLEN PROPERTY - MS- 08-03 * * 739-093-401 * ************************************************************************** FILE NAME: 993PR.DAT TIME/DATE OF STUDY: 16:07 06/17/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*, HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I + -----+ IBASIN I I II + --------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 I --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.966 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.04 *************************************************** **************** *** * ***** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *********************************************************************** ***** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.558 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.353 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 0.19 8.56 3.353 0.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 70.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE STREAM RUNOFF Tc DATA ** INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.04 3.97 4.743 0.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 55.00 FEET. j I P P I LI j I I I p 1 I I I ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.13 3.97 4.743 I 2 0.22 8.56 3.353 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.22 Tc(MIN.) = 8.56 I TOTAL AREA(ACRES) = 0.1 ********************************************** ************************ * ***** I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< I *********************************************************************** ***** FLOW PROCESS FROM NODE 30.00 TO NODE 50.00 IS CODE = 51 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<z<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< l ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 402.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 85.00 CHANNEL SLOPE = 0.0471 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 I 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.271 RE - SIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D' S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.22 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME (MIN.) = 0.34 I TC(MIN.) = 8.89 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.09 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.30 I END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 4.28 I LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D I S.C.S. CURVE NUMBER (AMC II) = 84 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.146 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.462 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.10 I FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK ---------------------------------------------------------------------------- # 1 WITH THE MAIN-STREAM MEMORY,<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.10 8.15 3.462 0.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 50.00 FEET. I ** ** MEMORY BANK # 1 CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA I NUMBER (CFS) (MIN.) 1 0.30 8.89 (INCH/HOUR) 3.271 (ACRE) 0.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.37 8.15 3.462 I 2 0.39 8.89 3.271 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.39 Tc(MIN.) = 8.89 I TOTAL AREA(ACRES) = 0.3 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.1683 CHANNEL BASE(FEET) = 0.00 'Z FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.208 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS 'D' S.C.S. CURVE NUMBER (AMC II) = 84 I I I I I I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.46 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.66 ' AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 9.17 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.15 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.53 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 7.97 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 281.00 FEET. I I -BASIN - I ' I + --------------------------------------------------------------------------+ *********************************************************************** ***** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS 'D S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.157 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.649 SUBAREA RUNOFF(CFS) = 0.13 I TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.13 I FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 413.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 Z" FACTOR = 1.500 I MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC.) = 3.68 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 5.34 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ********************************************************************** ****** I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.765 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL IMTENSITY(INCH/HOUR) = 4.326 SUBAREA RUNOFF(CFS) = 0.09 I TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.09 ****************************************************************** **** ****** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 0.09 5.77 4.326 0.05 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 100.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.13 5.34 4.547 0.07 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.22 5.34 4.547 2 0.22 5.77 4.326 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.22 Tc(MIN.) = 5.77 TOTAL AREA(ACRES) = 0.1 I ****************************************************************** ********** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< I H UPSTREAM ELEVATION(FEET) = 413.80 DOWNSTREAM ELEVATION(FEET) = 397.50 I STREET LENGTH(FEET) = 118.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 ' STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.196 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS UDU ' S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.427 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.12 I TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) I FLOW VELOCITY(FEET/SEC.) = 7.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 110.00 = 238.00 FEET. ********************************************************************** * ***** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 396.50 DOWNSTREAM(FEET) = 386.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0724 CHANNEL BASE(FEET) = 1.00 'Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.808 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.47 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 7.03 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.437 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.43 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I P1 U I I I I I I I 1 I I I Li] I I I I I DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.58 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 115.00 = 383.00 FEET. *********************************************************************** ***** FLOW PROCESS FROM NODE 115.00 TO NODE 140.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MPIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< * ****************************************** *************************** * ** *** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS HD S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 389.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.257 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.729 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.07 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 61 ---------------------------------------------------------------------------- ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK 4t 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.07 7.26 3.729 0.04 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.43 7.03 3.808 0.26 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 140.00 = 383.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.50 7.03 3.808 2 0.49 7.26 3.729 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 0.50 Tc(MIN.) = 7.03 TOTAL AREA(ACRES) = 0.3 * * FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK ---------------------------------------------------------------------------- # 1 <<<<< END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.03 PEAK FLOW RATE (CFS) = 0.50 END OF RATIONAL METHOD ANALYSIS I I 1 I I I I I I I I I ********************************************************************** ****** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************* * DESCRIPTION OF STUDY ***** * 2 YEAR PROPOSED HYDROLOGY * * NOLEN PROPERTY - MS- 08-03 * * 739-093-401 * ************************************************************************* * FILE NAME: 993PR.DAT TIME/DATE OF STUDY: 16:13 06/17/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL 'C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURE GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 25.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 I GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) I 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* I + + ------ BASIN II I I I I + --------------------------------------------------------------------------+ ****** ************** *************** *********** ************************* ***** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 21 --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<z<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 418.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.966 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.03 ******** ************************************************************** ****** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK #1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>->>-RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D° S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.558 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.12 ******************** *************************************************** ***** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<< I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I l 0.12 8.56 2.235 0.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 70.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE STREAM RUNOFF Tc DATA ** INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.03 3.97 3.162 0.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 55.00 FEET. I I I I L I I I I I I I I I I ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.09 3.97 3.162 2 0.14 8.56 2.235 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.14 Tc(MIN.) = 8.56 I TOTAL AREA(ACRES) = 0.1 ********************************************************************** ****** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 402.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 85.00 CHANNEL SLOPE = 0.0471 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500 MANNING 'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 I 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.172 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.65 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 0.39 I Tc(MIN.) = 8.95 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.06 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 3.85 I LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D' S.C.S. CURVE NUMBER (AMC II) = 84 I INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 403.00 I DOWNSTREAM ELEVATION(FEET) = 402.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.146 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.308 I SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.06 I FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.06 8.15 2.308 0.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 50.00 = 50.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I i 0.20 8.95 2.172 0.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 155.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.25 8.15 2.308 I 2 0.26 8.95 2.172 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 0.26 Tc(MIN.) = 8.95 TOTAL AREA(ACRES) = 0.3 ********************************************************************** ****** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 402.00 DOWNSTREAM(FEET) = 380.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.1683 CHANNEL BASE(FEET) = 0.00 'Z' FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.127 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.06 I AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.24 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.10 AREA-AVERAGE RUNOFF COEFFICIENT = 0.460 I TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: I DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 7.23 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 281.00 FEET. I BASIN II - I I + --------------------------------------------------------------------------+ ************** ******************************************* ************** ***** I FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL-SUBAREA- NITIAL SUBAREA ANALYSIS<<<<< I RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 I UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 416.00 ELEVATION DIFFERENCE(FEET) = 16.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.157 I WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.099 SUBAREA RUNOFF(CFS) = 0.11 I TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.11 **************************************************************************** I FLOW PROCESS FROM NODE 80.00 TO NODE 100.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<'z<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< I ELEVATION DATA: UPSTREAM(FEET) = 416.00 DOWNSTREAM(FEET) = 413.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 "Z FACTOR = 1.500 I MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.11 FLOW VELOCITY(FEET/SEC.) = 3.49 FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 5.35 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. **************** ************************************************************ I FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I *********************************************************************** ***** FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<'z<< RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D S.C.S. CURVE NUMBER (AMC II) = 82 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 432.10 DOWNSTREAM ELEVATION(FEET) = 414.60 ELEVATION DIFFERENCE(FEET) = 17.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.765 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.884 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.04 *********************************************************************** ***** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<z<< ** MAIN STREAM CONFLUENCE DATA ** - STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 0.04 5.77 2.884 0.03 I i LONGEST FLOWPATH FROM NODE 90.00 TO NODE 100.00 = 100.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.11 5.35 3.028 0.09 I LONGEST FLOWPATH FROM NODE 70.00 TO NODE 100.00 = 120.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.15 5.35 3.028 2 0.14 5.77 2.884 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.15 Tc(MIN.) = 5.35 TOTAL AREA(ACRES) = 0.1 I *********************************** *********************************** ****** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< ----------------- I FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 61 I -------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< I I UPSTREAM ELEVATION(FEET) = 413.80 DOWNSTREAM ELEVATION(FEET) = 397.50 I STREET LENGTH(FEET) = 118.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 I STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 5.63 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.929 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.427 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.08 I TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 I FLOW VELOCITY(FEET/SEC.) = 7.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 110.00 = 238.00 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 51 ----------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 396.50 DOWNSTREAM(FEET) = 386.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0724 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 0.50 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.600 I RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D' S.C.S. CURVE NUMBER (AMC II) = 84 I TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.11 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 6.77 I SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.04 AREA-AVERAGE RUNOFF COEFFICIENT = 0.431 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: 1 7 I P H I I I 77 DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 2.10 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 115.00 = 383.00 FEET. ********************************************************************** * ***** FLOW PROCESS FROM NODE 115.00 TO NODE 140.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *********************************************************************** ***** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS D" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 393.00 DOWNSTREAM ELEVATION(FEET) = 389.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.257 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.486 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.10 ******************************************************************** ** * ***** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 389.00 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = [SW*I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.410 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = 7100 SOIL CLASSIFICATION IS 'D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.485 Li I I I 77 I I I I I I I SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. ******** ************************************************************** * ***** I FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = ii >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MENORY<<<<< ** ** MAIN STREAM CONFLUENCE DATA STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I 1 0.12 7.62 2.410 0.10 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 140.00 = 200.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 0.24 6.77 2.600 0.21 I i LONGEST FLOWPATH FROM NODE 70.00 TO NODE 140.00 = 383.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.34 6.77 2.600 2 0.34 7.62 2.410 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.34 Tc(MIN.) = 6.77 I TOTAL AREA(ACRES) = 0.3 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC (MIN.) = 6.77 PEAK FLOW RATE(CFS) = 0.34 I END OF RATIONAL METHOD ANALYSIS I I 1 I .9 H I I I I I III. EXHIBITS I I I I I I I I I I I I I F- L I I I Li 1 III. EXHIBITS A. EXISTING HYDROLOGY MAP I I I I 1 I I I I I I n 30 15 0 30 60 90 SCALE: 1" = 30' LEGEND SURFACE NODE SURFACE RUNOFF (CFS \119} BASIN AREA (ACRES) DIRECTION OF FLOW EXISTING STORM DRAIN I 1. , surveying VICINITY MAP CARLSBAD, CA. 92008-4387 I SHEET OF NO SCALE (760) 931-8700 -, -, - , 7 A f r \ t \I I - ,- ,- 7 1 1 \/r-" r- , r \/I c' A I I n i i r' o 1... c / i / ' r' r- C '. 7 ') fl l A fl r T I I I I I I I III. EXHIBITS B. DEVELOPED HYDROLOGY MAP I I I I I I I Li] I I I I 30 15 0 30 60 90 SCALE: 1" = 30' X/ST 'CM?iLAfirT 381.6 x RI ........ ED 5' 41 I:. LAS B?1SAS CL 'BLIC 11Th EE PLAN R MAP A 381.5 x / / CONCRETE BROW DITCH DIRECTION OF FLOW 17VIQnmn Q TnDA,4 flfZAItsJ SURFACE NODE SURFACE RUNOFF (cFs) BASIN AREA (ACRES) / / / I I I \ ,••/ , ( '''' \ /,0 p1 / r 1y / PROPOSED EXISTING 21 SLOPE \\çJ l PROP BROW DITCH // , - - t 0 - /, / /// ' CTIoNAA (1 U' — 1 20 TREE T(?IMMiNG 1' I NOT TO SCALE 'CNT I44']H \\\''- 5O4 \ EXISTING /IN FIE. 2 1 SLOPE/ / I \ _3 ' L..— bhAAnc. TEN and planning, cM engineering, suvengj 5115 AVENIDA ENCINAS SUITE "L" CI CARLSBAD, CA. 92008-4387 (760) 931-8700 / 0 VICINITY MAP NO SCALE EXISTING 2:1 SLOPE / U "-EXIST. BROW DITCH SECTION B-B NOT TO SCALE -...- .. . . .-...--..-•---- ______________ ••_ .... ...-.......-...... 0._ -•-.•---... .........•.. i_•_.•.•••___•_••••0•___•_•___••••_••_•_•_•._ _________________ . 00 ........................•.0000••_•___00•0• . ._.. ._....._.......•. _________________________. _ .••0..0... 00 I ._______.___ .:. _. . . I I I I I I I IV. REFERENCES I I I I I I I I I I I I — — — — — — — — — — — — — — — — — — — , -- limblIN109910011111111INUIRM HU' j 'IJ !I JI II!! IL] IIJiIL • W1. ol N EQUATION11111111 645 • FI11W1IWIA11 AIWIlTI riiri# 11111 lILII1i1liI1IITi f ii iiiiiiiiiiir -q • HOW ON ' I'uIrIuirIi 110 P 11 NP6 = 6-Hour Precipitation (in) __ ' IiRflFT 'nitri !ll d !' 1 I Itijj'IIh'uIIII Ilk; • ' Ii huh qli 'I h 'IIi IiIuInI •••i•b!IiUUIhNllillIh.,.. uhih!lillh'IIIh I ________ • _____ _________ _____________ ________ _____________ uIIlIII•• II IIhhllllllllhiml Ilk • • li:Ih;!!h; • • IUIIUUIIIIIIIIIIHhIIOIllhIllhIIIflhi!!I1IIHhIOIOhtI!!flhIII!iIIIIIi!!IIIi!!!i • • • BID __________ ik,Uiiiiihh UIRUUUUIUIIIUIIIIIIII I liii ur•iuiiui ..uu .u.uu,l,lI,,E,.tuu,Il. oil.,a I • • • • : : a Of Uuau•.N.uI1uIII4I••I•UIU.flmIuIUIuII•II•u1IuII•IIIfl •. Oman uuuIHhI•alI I • • HIM mmomam on ___________ ; • • • • • ..0 Own U.'iuui•iiiii • I • • I :1 • • • ________ I • I • • ••••uuuuuiuuuiuiuuuiiuuiuiiuiuiuiuuinuiuiuiimi •u•u•u•u•uuuuuii'n • i • • • UUUUUUIiIUhiWWUIUUuIIiuIu1IIIHHhlflUluII UUUUIIIiUiuuUUIiIiflU , I • I I 1 • • UUuauI•llihIIIlHhIuhIIHhIuIliHlIlElIIIIIwuuIIIIuuuINuIilIuuIIIlmtb _______ a I • • • ••••uuui.uuu...ua.iuiiiiiiiuiiuuuiiiiiuuuiutiiwuiu•uu•uuiuuiuiaiiuuiuiwi ' • _______ • ' • • URUUURUUUUIlIIIuIhIIIIIHhllIWDIIIIhIIllhIftflhIHIflhJUhIUNUUIIulIIhIhhhhIllhIhIIIIII _______ I • 1 1 • I I I _______ • I • I • I I • I I • I uIulIII•IIIIIIIIIIIIIIIIIIHIIIIHIIIIIIIIIIIIOHIIHItIHIIIHIIIIIIIIIIIIlIIUIUHIftI __________ • : : • . • • • 4 4 I I 144; I I 4: • II F I C U R E Intensity-Duration Design Chart - Template IPIiUUI•I!!iiUIUUuIuuIP!I - - - - - - - - - - - - - - - - - - - San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6of26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type % IMPER. A B C D NRCS Elements County Elements Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 I I I I I I I 1 I I I I I I I I I San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T1 values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti) Element* DU! Acre .5% 1% 2% 3% 5% 10% LM Tj LM Ti LM T1 LM T1 LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Corn 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Corn 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Corn 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. _____ 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 I I I I I I I I I I I I I I I I I I I EQUATION I11.9L3 O3OS Feet Tc = _ E) s000 Tc = Time of concentration (hours) L = Watercourse Distance (miles) f__4000 LE Change in elevation along effective slope line (See Figure 3-5)(leet) —3000 Tc Hours f Minutes 2000 4 240 3 180 V000 2 120 _______ 800 100 90 600' _500\\ 80 70 —400 1 60 —300 —50 40 Miles Feet 30 -100 4000 20 18 3000 16 50 0.5--14 40 2000 12 1800 1600 10 30 1400 \ g 1200 8 20 1000 7 900 800 6 700 600 10 500 4 400 3 300 .5 I I-200 AE L Tc SOURCE: California Division of Highways (1941) and Kirpich (1940) F I G U R E Nomograph for Determination of Time of Concentration (IC) or Travel Time (It) for Natural Watersheds 34 I I Watershed Divide / Design Point -.-,----. .- / / - - L Watershed Divide Area "A" Design Point (Watershed Outlet) Ii*i.i.J71 L Area "A" = Area "B" SOURCE: California Division of Highways (1941) and Kirpich (1940) FIGURE Computation of Effective Slope for Natural Watersheds 35 I I I I I I I I I I I I I I I I I JA Effective Slope Line - 4 VA!!4 A _1U1 wriuuu WAMWAN I V4U ___,• 4MRV41 -, vimiii A• ___ 1 Ill UI __ A vii WUWA!iW Pr MUIPr ______ L M - L ., FIGURE Gutter and Roadway Discharge - Velocity Chart 3-6 I I I I - - - - - - - - - - - - - - - - - - - SLOPE in feet per foot-s HYDRAULIC RADIUS in feet - R (0 -10 -0 00/0 P 0 0 0 0 O b, 0) U) , \ /01 /4 \ / VELOCITY in feet per second - V \0 0 0 00 ROUGHNESS Coefficient - n US. DEPARTMENT OF AGRIC LJLTURE 5/ 7yze L) SOIL CONSERVATION SERVICE J R. 4 WH R.-3 W. 7 (Joins sheet 2 18 7 Lee J /+ 7 LrE LeC LeE EsC LfC IrE C / Es AtD CniE2 ScA AGUA VSD c AtID ScA GaE AtD // EDI NDA - cA AtD sE2 tAfo A EE S Q AtE EvC AtE2 2 1 GF GaE 20 HrC ExE 24 HrL2 mE2 UrE2 Atc - AtD VvD\ExQ HrC AtC fl. — \ VC AtD / HrC ExE Hr C2 ) IcC SnG 1, SmE RaC - I 28 25 30 29 ExG SnG HrC2 ExE SnG SmE ExE ExG' Crnr SmE HYC SME ( SnG SnG l ExG Li 32 33 AtE2 SnG ExG RUG HrD2 AtE ExG AtE C2 \ fJAtoy SbC (1N A SnG tD2 <'Q LeD2 RuG 1eE2 AtD2/ AtC HrD 5 4 SnG & 7/' AtE2 IeC2 i AtE2 /7 RuG SmE TeF " SpF- Cl HrC 1 / RuG Ii SnG - \\ AtD AtE it AtE2 AwC AtD LeC2 SbC - RUG LeC2 \ SbA AwC LOS ENSENITOS -S CsC t Csf3 LcE2 A ExG kp \i7 AtE • ,' (1 Lvf3 cr RuG LeC GE SmE SmE 3 -I LvF - Cb8 AtE ' - LIJ RuG LeC2 / SmC 8 AwD 9 CbC AtE NrC2 \ RuG AtE - - • • \\ 02 / ExG RuG RuG A102 /AtD c Sm csc E Hr AtE AtO Tu 1vF3 Cs: SmE c Cxc B '1 ExG / SmE LI AW H(E; / CsC . 17 CfC CfC RuG HrLt2 HIC/ SmE CkA (~2 LvF3 HrC2 HrD AwC AwC 16 C50 cfc CsD HrD -- ' AtE2 - - AwD - - HrE2 - CEC AtD AtC) RuG A2/ -• AtE AtE DoE A> SmE AtO